4.4.3 General Details

Ref: 24595ZArpt Page 25

Last printed 21/03/2011 5:33:00 PM

4.4.3 General Details

The proposed on-grade lower ground floor slab should be constructed independent of

the building footings and walls (ie. designed as a “floating” slab) to permit relative

movement, as a variable subgrade comprising soil and shale bedrock is expected.

Based on the laboratory test results, we recommend that the design of the slab-on-

grade be based on a CBR of 3%, a long-term Young’s Modulus of 15MPa or a short-

term Young’s Modulus of 25MPa for the compacted clay subgrade.

Slab joints should be designed to resist shear forces but not bending moments by

providing dowelled or keyed joints. Slabs founded on a combination of shale and soil

subgrade should be provided with joints at or close to the change in founding

conditions. If this is not possible, then additional reinforcement should be provided

to the slabs to cater for the differential settlement.

The slab-on-grade should be provided with at least a 100mm thick sub-base of good

quality, durable, single size, crushed rock (free of fines) such as “blue metal” gravel

or equivalent quality, which will also act as underfloor drainage.

The underfloor drainage should include a gravity drainage system and/or a sump and

pump dewatering system. The retaining wall drains should be connected into the

underfloor drainage system. Groundwater seepage monitoring should be carried out

during excavation prior to finalising the design of the pump out facility. The sump(s)

should have an automatic level control pump to avoid flooding of the basement level.

Outlets into the stormwater system will require Council approval.


Last printed 21/03/2011 5:33:00 PM

4.5 Northern External Pavement Area

We recommend that the design of the proposed external concrete pavement be

based on a CBR of 3% or a short-term Young’s Modulus of 25MPa for the

compacted clay subgrade.

Concrete pavements should be supported on at least a 100mm thick sub-base of

good quality fine crushed rock such as RTA QA Specification 3051 unbound material

(eg. DGB20), and compacted to a minimum density ratio of 98% of Modified

Maximum Dry Density (MMDD). Adequate moisture conditioning to within 2% of

Modified Optimum Moisture Content (MOMC) should be provided during placement

so as to reduce the potential for material breakdown during compaction. The sub-

base material will provide more uniform slab support and would reduce “pumping” of

subgrade “fines” at joints. Slab joints should be designed to resist shear forces but

not bending moments by providing dowelled or keyed joints.

If the pavement edge is unconstrained by a landscaping strip, we recommend that an

edge thickening be provided for protection against erosion and the effects of possible

future topsoil stripping.

Density tests should be regularly carried out on the granular sub-base materials to

confirm the above specification is achieved. The frequency of density testing should

be at least one test per layer per 1000m2, or three tests per layer, or three tests per

visit, whichever requires the most tests. Level 2 testing of fill compaction is the

minimum permissible in AS3798-2007. The GTA should be directly engaged by

Health Infrastructure or their representative.

Subsoil drains should be provided along the perimeter of all proposed external

pavement areas, with invert levels of at least 200mm below subgrade level. The

drainage trenches should be excavated with a uniform longitudinal fall to appropriate

discharge points so as to reduce the risk of water ponding. The subgrade should be


Last printed 21/03/2011 5:33:00 PM

graded to promote water flow towards the subsoil drains. Discharge from the

subsoil drains should be piped to the stormwater system.

4.6 Soil Aggression

The laboratory soil pH test results indicated moderately to highly acidic subsoil

conditions. The laboratory soil sulphate test results indicated non-aggressive soil

sulphate conditions. In accordance with Table 6.4.2(C) of AS2159-2009 (“Piling –

Design and Installation”), the exposure classification to buried concrete is

“moderate”.

4.7 Earthquake Design Parameters

For earthquake design in accordance with AS1170.4-2007 (“Structural Design

Actions, Part 4: Earthquake Actions in Australia”), the following design parameters

should be adopted:

• Hazard Factor (Z) = 0.08

• Site Subsoil Class = Class Be

4.8 Additional Geotechnical Input

We summarise below the previously recommended additional work that needs to be

carried out:

1. Test pit investigation to confirm the footing details and foundation materials of

nearby building located within the zone of influence of the proposed

excavation.

2. Dilapidation survey reports.

3. Vibration monitoring.

4. Proof testing of anchors.

5. Rock face inspections.

6. Inspection of toe restraint bedrock for perimeter piles.


Last printed 21/03/2011 5:33:00 PM

7. Proof rolling inspections.

8. Footing inspections.

9. Insitu density testing of all engineered fill (including retaining wall backfill and

service trench backfill) and DGB20 sub-base materials.

10. Groundwater seepage monitoring.

5 GENERAL COMMENTS

The recommendations presented in this report include specific issues to be addressed

during the construction phase of the project. As an example, special treatment of

soft spots may be required as a result of their discovery during proof-rolling, etc.

In the event that any of the construction phase recommendations presented in this

report are not implemented, the general recommendations may become inapplicable

and Jeffery and Katauskas Pty Ltd accept no responsibility whatsoever for the

performance of the structure where recommendations are not implemented in full

and properly tested, inspected and documented.

Occasionally, the subsurface conditions between the completed boreholes may be

found to be different (or may be interpreted to be different) from those expected.

Variation can also occur with groundwater conditions, especially after climatic

changes. If such differences appear to exist, we recommend that you immediately

contact this office.

This report provides advice on geotechnical aspects for the proposed civil and

structural design. As part of the documentation stage of this project, Contract

Documents and Specifications may be prepared based on our report. However, there

may be design features we are not aware of or have not commented on for a variety

of reasons. The designers should satisfy themselves that all the necessary advice

has been obtained. If required, we could be commissioned to review the


Last printed 21/03/2011 5:33:00 PM

geotechnical aspects of contract documents to confirm the intent of our

recommendations has been correctly implemented.

This report has been prepared for the particular project described and no

responsibility is accepted for the use of any part of this report in any other context

or for any other purpose. If there is any change in the proposed development

described in this report then all recommendations should be reviewed. Copyright in

this report is the property of Jeffery and Katauskas Pty Ltd. We have used a degree

of care, skill and diligence normally exercised by consulting engineers in similar

circumstances and locality. No other warranty expressed or implied is made or

intended. Subject to payment of all fees due for the investigation, the client alone

shall have a licence to use this report. The report shall not be reproduced except in

full.

Should you have any queries regarding this report, please do not hesitate to contact

the undersigned.

Andrew Jackaman Senior Associate Reviewed By:

Agi Zenon Senior Associate For and on behalf of JEFFERY AND KATAUSKAS PTY LTD

11 5 Wicks Road Macquarie Park, NSW 2113 PO Box 976 North Ryde, Be 1670 Telephone: 029888 5000 Facsimile: 02 9888 5001

TABLE A

SOIL TEST SERVICES

Ref No:24595ZA Table A: Page 1 of 1

ABN 43 002 145 173

SUMMARY OF LABORATORY TEST RESULTS

AS 1289 TEST METHOD 2.1.1 3.1.2 3.2.1 3.3.1 3.4.1

BOREHOLE DEPTH MOISTURE LIQUID PLASTIC PLASTICITY LINEAR NUMBER m CONTENT LIMIT LIMIT INDEX SHRINKAGE

% % % % % JK1 2.50-3.00 6.5 JK1 5.50-6.00 7.2 JK2 0.50-0.95 22.0 Slippage* na na na JK2 2.50-3.00 5.9 JK2 5.50-6.00 9.2 JK3 1.50-1.95 15.9 49 18 31 14.5 JK3 5.50-6.00 9.4 JK3 7.00-7.40 6.5 JK4 2.50-3.00 6.7 JK4 4.00-4.50 9.7 JK5 4.00-4.50 12.5 JK5 6.10-6.50 9.3 JK6 1.00-1.50 6.9 JK6 4.00-4.50 13.5 JK6 7.00-7.50 11.0 JK7 0.50-0.95 17.6 JK7 9.50-10.00 15.1

Notes:

• The test sample for liquid and plastic limit was air-dried & dry-sieved • The linear shrinkage mould was 125mm • Refer to appropriate notes for soil descriptions • *Denotes slippage in the atterberg bowl( lack of clay fines) • na denotes not applicable

All services provided by STS are subject to our standard terms and conditions. A copy is available on request.

11 5 Wicks Road Macquarie Park, NSW 2113 PO Box 976 North Ryde, Be 1670 Telephone: 02 9888 5000 Facsimile: 029888 5001

TABLE ~

ss SOIL TEST SERVICES

ABN 43 002 145 173

Ref No: 24595ZA

Table B: Page 1 of 1

SUMMARY OF FOUR DAY SOAKED C.B.R.TEST RESULT

..A-NATA

""'"

BOREHOLE NUMBER DEPTH(m) Surcharge (kg)

Maximum Dry Density (Um 3)

Optimum Moisture Content (%) Moulded Dry Density (Um 3

)

Sample Density Ratio (%) Sample Moisture Ratio (%) Moisture Contents

Insitu (%) Moulded (%) After soaking and After Test, Top 30mm(%)

Remaining Depth (%) Material Retained on 19mm Sieve (%) Swell (%)

C.B.R. value: @5.0mm penetration

NOTES:

JK1 0.10 - 1.00

9.0

1.58 STD 22.5

1.51 96 87

19.2 19.5

32.1 27.4 o

2.0

3.0

• Refer to appropriate Borehole logs for soil descriptions • Test Methods :

(a) Soaked C.B.R. : AS 12896.1.1 (b) Standard Compaction: AS 1289 5.1.1 (c) Moisture Content: AS 12892.1.1

This document is issued in accordance with NATA's accreditation requirements. This document shaD not be reproduced except In full.

NATA Accredited Laboratory Number:1327


11 5 Wicks Road Macquarie Park, NSW 2113 PO Box 976 North Ryde, Be 1670 Telephone: 02 9888 5000 Facsimile: 02 9888 5001 SOIL TEST SERVICES

TABLE C

Ref No: 24595ZA Table C: Page 1 of 1

SUMMARY OF POINT LOAD STRENGTH INDEX TEST RESULTS

BOREHOLE

NUMBER

DEPTH Is (50) ESTIMATED UNCONFINED

COMPRESSIVE STRENGTH m MPa

JK5 8.30-8.34 1.3 8.91-8.94 1.0 9.10-9.15 1.0

10.19-10.21 0.3 10.81-10.85 0.6

JK7 5.00-5.03 1.3 5.21-5.24 0.1

NOTES: 1. In the above table testing was completed in the Axial direction. 2. The above strength tests were completed at the 'as received'

moisture content. 3. Test Method: RTA T223.

(MPa) 26 20 20 6 12 26 2

4. The Estimated Unconfined Compressive Strength was calculated from the point load Strength Index by the following approximate relationship and rounded off to the nearest whole number:

U.C.S. = 20 Is (50)


ABN 43 002 145 173

lI (9

0: 6:: o u

Jeffery and Katauskas Pty ltd CONSULTING GEOTECHNICAL AND ENVIRONMENTAL ENGINEERS

BOREHOLE LOG

Client: HEALTH INFRASTRUCTURE

Project: PROPOSED GRAYTHWAITE REHABILITATION CENTRE

location: RYDE HOSPITAL, FOURTH AVENUE, DENISTONE, NSW

Job No. 24595ZA Method: SPIRAL AUGER

Date: 22-2-11 JK300

D.s./A~ logged/Checked by:

'" (J) w

.... -l c: Q.) CL OJ 0 .... 2: OJ C\J

rJ) 0 .;::; ..... c: « .... § -l C\J

3: rJ) DESCRIPTION ~ .§ .~ (J) Q.) ()

"0"0 () -0'+= I- :.c ~ :t:: .c c: .... .r::. .~ 'w

::J 0 "0 .... Co .~ ~ 10 o () I~I~ 10: Iu: Qi

Co C\J ..... rJ)

Q.) .- C\J o 0 Q.) .... Q.) (5

c:_ t?a: u:: 0 :::lU 2:u5:

DRY ONI 0 xx \~:~;~i~~I~y clay topsoil, medium MC<PI

ICOMPLEl Vtj CH . brown with root fibres. / MC<PL

ION

~V SILTY CLAY: high plasticity, red brown.

N = 12 Vfj 7,5,7

1 -~V V~ CL SILTY CLAY: low plasticity, light

~V grey mottled red brown.

N = 22 v/V 5,6,16

l- .- - SHALE: light grey and red brown. XW I-

2-b '-.-b_ I-:--=--=-_ b c--= DW I- c--= I- ._ I- ._ .t::-. ._ t-.:...-]- --:--= I- :--=

3-l-- ._ I- ._ b .. _

1=-1-'--==-=--I--::::-:::.::-= I- c--= I- :--= I- .-I- .-b-

4-b= I---=--=-_ 1--- :::... t-- :--= I- ._ I- ._ I- ._ I- ._ l::-. ._ b ._

SHALE: dark grey and red brown. 1-:-_-__

,.:...---5-1- c--= I- :--= I- .-I- .-1--b-b-I---=--=-= F-- c--= I- :--= f::-_-...= _

END OF BOREHOLE AT 6.0m

7

Borehole No.

JK1 111

R.l. Surface: - 89.4m

Datum: AHD

-.... cO >- Q.)CL .... .:;:. .... Q.)-__ '0; E rJ) Remarks .r::. c:

.... Q.) o OJ

g'o .... c: -o1i):.o

Q.) c: c: C\J .... -.... Q.) C\J Q.) Q.) (J)a: ICLa:

• GRASS COVER H .

RESIDUAL

>600 >600 >600

I-

EL VERY LOW 'TC' BIT I- RESISTANCE

L·M LOW RESISTANCE

l-

l-

M LOW TO MODERATE RESISTANCE

l-

lI (!)

a: ~ o u

Jeffery and Katauskas Pty Ltd CONSULTING GEOTECHNICAL AND ENVIRONMENTAL ENGINEERS

BOREHOLE LOG



Location: RYDE HOSPITAL, FOURTH AVENUE, DENISTONE, NSW


Date: 22-2-11 JK300

D.s.A~ Logged/Checked by:

CJ) tV w

~ ....J C e... 0) ~

Ol 0 Ol .., (() 0 '';::; co --. c

~ « .., § ....J co DESCRIPTION Q) § .~ (()

() "0"0

CJ) 0) () "O~ ~ :2 ~ l- .e :.c c ~ .92 'iii ::J 0

I~SS "0

.., 0. - (() .~ -g 1\l o ()

~g; 0. co ID 0) 'c ~ o 0 0) ~ 0) (5 (!Ja: w u:: 0 :::>u ~US

DRY ONI

I 0 ~~Ill: Silty clay topsoil, medium MC<Pl

COMPlE plasticity, brown, with root fibres. -TION FilL: Silty clay, medium plasticity,

Ii'd bmwo, w;th j;oe to m,d;"m N = 10 grained ironstone gravel and root

3,5,5 fibres, trace of ash and fine grained sand.

1- FILL: Clayey silt, low plasticity, brown, trace of fine grained sand.

I N = 3 2,2,1 FILL: Silty clay, high plasticity, dark MC>PL

2-grey.

I-==-==-= - SHALE: light grey and red brown. OW

:= -== -==-c-:-=-:-=--c: f--:-=-:-=--c:

3-I-:-=-:-=--I-:-=-:-=--

I-==-==-= = -==-==-=-:-=-:-=--: =-:-=-:-=--:

.,-==-==-= ----:-=-:-=--- :-=-:-=--

4-=~~= c--=---=::-c: c--=--=--:: 1=-==-==-,-I-:-=-:-=--I-:-=-:-=--I-:-=-:-=--

I-==-==-= := -== -==-c-::=-:-=--c: 5-c-::=-:-=--c: =-:-=-:-=--c: SHALE: dark grey and red brown. ___ :-=-:-=-""C

-:-=-:-=--- :-=-:-=---:-=-:-=--

-==-==-= = -==-==-: =-:-=-:-=--:

---==-==-:::: f----I-:-=-:-=--


7

Borehole No.

JK2 1/1

R.L. Surface: - 89.5m

Datum: AHD

-~ co O)e... >- ..,.:,,: .., 0)-

-- '(j) E ({) Remarks .e c .., 0) o Ol

g'o ~ c "C~:.a

0) C c co ~ -.., 0) co 0) 0) CJ)a: Ie...a:

GRASS COVER

>600 APPEARS

>600 WELL

>600 COMPACTED

I-

APPEARS POORLY COMPACTED

VL-L VERY LOW TO LOW 'TC' BIT RESISTANCE

l-

-

L-M LOW RESISTANCE WITH MODERATE BANDS

I:c <.'J a: >a.. o U


BOREHOLE LOG





Date: 21-2-11 JK300

D.S./~ Logged/Checked by: t/

(f) w

~ ...J C

Q) a.. OJ 0 ~

OJ +-' (J) 0 '';::; Ol :g -- c ::: « +-' ...J Ol DESCRIPTION Q) § ·c (J) ()

"0"0 (f) Q) .~ "'Oi.+=

10... ._ Q)

I- ~~£ c ~ .c .c .~ 'en :::> 0 "0 +-' Q. Q. '+- (J) ._ C Ol

o () ~LO gm Qi Ol .- Ol

~ Q) Q) (5 c- o 0 Q)

CJa: iI 0 :::JU ~u3:

I 0

~ FILL: Silty clay, medium plasticity, MC<PL brown, with fine to medium grained

V ~ CL ironstone gravel and a trace of rooy MC<PL

fibres.

N = 5 ~ SILTY CLAY: medium plasticity,

5,2,3 ~ light grey mottled red brown.

1 -~ V V ~ N = 15 ~ 5,5,10 ~ ? 2-

V ~ ~ ~ ~ 3-~ I N > 7 V 11,71

II 50mm 1== -=----: - SHALE: light grey, with red brown XW

REFUSAL r---=--=--: bands. r---=--=--r---=--=--r---=--=--r--==-==-= t:--=--=-_ XW-DW t:--=--=-_

4- t:--=--=: -: I--=--=---, = -== -==..,---=-~ - -=--=--- ==-==-= ~ -=--=--=--=--=--I:::--=--=:-: 1== -== -== -:

5-r--==-==-:::: := -== -==-r---=--=--r--==-==-= t:--=--=-_ I:::--=--=:-: I--=--=--:: := -== -==--, r---=--=--;--=--=--I--=--=--

6- ---== -== -==-~ ==-==-= ~ -=--=--t:-_=__=_---=

~-=--=:-= ::--=--=:-= =--=--=:-: ;--=--=:-: ::--=--=--: 7

;--=--=--: --=--=---::

Borehole No.

JK3 1/2


Datum: AHD

-~ cO

>- Q)a.. +-' .l< +-' Q)-

-. '(j) E (J) Remarks .c c +-' Q) o OJ

g'o ~ c "01i):O

Q) C C Ol ~Q3 Ol Q) Q) (f)a: :Ca..a:

GRASS COVER

St - RESIDUAL

l-

H 550 >600 >600

-

TOO FRIABLE FOR HAND PENETROMETER

-TESTING

EL - VERY LOW 'TC' BIT RESISTANCE

EL-VL -

~

-

lI ('J

oc £ o u


BOREHOLE LOG





Date: 21-2-11 JK300

D.S./~~ Logged/Checked by:

(J) ---p

w '-

.....I C 0) 0... Cll 0 +-' ~ (f) 0 .;; Cll co --- C ~ « +-' E .....I co DESCRIPTION Q) § 'i:: (f) tl (J) 0) "0"0 I- .~ "O~ 3 :~ ~ c '- .I:: .I:: .~ '(j) :J 0 0 "0 +-' Cl.

_ (f) .~ -g ro o tl gsl~ Qi

Cl. r: Iii L!) 0)

.- co 000) '- 0) c_ (9cc i.I: 0 (9 ::JU ~us

i=-=--=-- SHALE: dark grey and red brown. OW

1--::::-::::-=

....... 1=-==-==-1-'----- -:-...:: II""ON r--=-::::-...::

r--=--=--= COMPLE i=-==-==-

-TION r-::::-::::-= 1-'---

v END OF BOREHOLE AT 8.0m

9-

10 -

II -

12 -

13 -

14

Borehole No.

JK3 2/2


Datum: AHD

-'- «i

>- 0)0...

+-' +-,,",, 0)-

--- '(j) E (f) Remarks .I:: C +-' 0) o Cll

g'o '- C

0) "O'b):.o c c co '- -

+-' 0) co Q) Q) (J)CC Io...CC

L LOW RESISTANCE

I-

l-

-

I-

-

lI (!l

a: ~ o u


BOREHOLE LOG





Date: 21-2-11 JK300

D.s./A~~ Logged/Checked by:

CJJ i/ UJ ~ --' c Q) CL Ol 0

~ Ol ..... C/) 0 ''::; co -- c

~ « ..... § --' co DESCRIPTION ~ .Q .~ C/) (.l

"0"0 CJJ Q) (.l "'0:;:: r- r- I- ..c :.c ~:6£ c ~ .~ '(ij

:::l 0 "0 ..... Cl. o (.l 0 gs~

Cl. ~

"- C/) .- c co

3l~ Qi Q) .- co o 0 Q)

~ Q) c_ ~US CJcc u:: 0 CJ ::JU

DRY ON I 0

~ ASPHALTIC CONCRETE: 40mm.t. D -

COMPLE FILL: Sand, fine to medium grained,

-TION yellow brown, with fine to medium

V ~ CH grained sandstone gravel. MC<PL

N = 13 SILTY CLAY: high plasticity, red

3,6,7 ~ brown with trace of fine to medium

~ grained ironstone gravel.

-1 -V /

--- - SHALE: light grey. DW ::--=--=--.. ::--=--=--SPT =--=--=::-= ;::: -=:: -=::-=

\ 4/0mm - ==-==-:::: REFUSAL ---- -=--=--- -=--=--2-- -=--=--

=-==-==-;::: =--=--=--.,--=--=--= ~-=:: -=::-= I---=--=--I---=--=-----I:::--=--=-_ I:::--=--=-_

3-~ -=::-=::-= I---=--=--:: I---=--=--r---=--=-----I:::--=--=-_ I:::--=--=-_ I:::--=--=::-= I--=--=::-:: SHALE: red brown. --=--=--:-;::: -=:: -=::-- -=--=--- -=--=--

ON 4-=-==-==-;::: SHALE: red brown, with M strength =--=--=--

15-3-11 =--=--=:: -= bands. ;::: -=:: -=::-= ~ - ==-==-:::: ---~ ;:::~~;::: AFTER ---

I:::--=--=-_ 28 HRS I:::--=--=-_ (22-2-

I:::--=--=-_ 5-1:::--=--=::-=

11 ) I--=--=::-:: ~ -=::-=::-- -=--=--- -=--=--::-==-==-;::: I:::--=--=-_ as above, =--=--=::-= but with clay seams. ;::: -=:: -=::-= - -=--=---" - -=--=--


7

Borehole No.

JK4 1/1


Datum: AHD

-~ cO

>- Q)CL ..... ~ ..... Q)-

-. 'Ci) E C/) Remarks ..c c ..... Q) o Ol

g'o ~ c -o1i):.o

Q) c c co ~ -..... Q) co Q) Q)

CJJCC ICLCC

- -

H ->600 RESIDUAL >600 >600

I-

M - MODERATE 'TC' BIT RESISTANCE

L-M LOW TO MODERATE - RESISTANCE

l-

VL-L LOW RESISTANCE WITH VERY LOW AND MODERATE BANDS

50mm DIA. PVC I- STANDPIPE

INSTALLED TO 6.0m DEPTH. SLOTTED

- BETWEEN 0.5m AND 6.0m. CAST-IRON 'GATIC' COVER CONCRETED AT SURFACE

-


BOREHOLE LOG


Project:

Location:

PROPOSED GRAYTHWAITE REHABILITATION CENTRE

RYDE HOSPITAL, FOURTH AVENUE, DENISTONE, NSW

Job No. 24595ZA

Date: 22-2-11

DRY ON I COMPlE

-TION OF

AUGER -ING

~ ON

COMPlE -TION

OF CORING

(J) UJ -' 0...

2: <{ (J)

I

(/) .., (/) 0)

I"t:l Qi iI

N = 11 3,5,6

.r:. .., 0. 0)

o

0'> o -' <.l :.c 0. ~

<.9

Method: SPIRAL AUGER JK300

Logged/Checked by: D.S'; ~

c o .~

<.l "'0'+= .9:! 'Cj) ..... (/) .- cu c_ :JU

DESCRIPTION

\ASPHAL TIC CONCRETE: 40mm.t. / Fill: Silty clayey sand, fine to medium grained, brown, with fine tp medium grained igneous gravel. I SILTY CLAY: high plasticity, red brown, with a trace of ironstone gravel.

SHALE: light grey and red brown.

SHALE: dark grey and red brown.

M

MC<PL

DW

Borehole No.

JK5 1/3

R.L. Surface: _ 96.7m

Datum: AHD

>-.., __ 'en .r:. c .., 0)

g'o ~-.., 0)

(J)a:

H

L-M

VL

L

.... cu 0)0... ..,,:,!. 0) -E (/) o 0'> .... c

"'OtDi; c c cu cu 0) 0)

I 0... a:

-

-

>600 >600 >600

-

~

-

~

I-

~

I-

~

Remarks

RESIDUAL

MODERATE 'TC' BIT RESISTANCE WITH LOW BANDS

VERY LOW RESISTANCE

lI (9

a: it o u


BOREHOLE LOG



location: RYDE HOSPITAL, FOURTH AVENUE, DENISTONE, NSW


Date: 22-2-11 JK300

D.s./A~ logged/Checked by:

(J) j/ LU ... -I C

0) 0.. OJ 0 +-' :2: OJ ro '" 0 '':;

-- C :::: « +-'

~ -I ro DESCRIPTION Q) § .~ '" ()

'0'0 (J) 0) () "C\i= ~ :~ ~ I- :.c c ... .c .~ 'en ::J 0 '0 +-' 0.. .~ ~ to o () (J)~ 0.. ro '>- '"

1ll(J) Qi 0) .- ro 000)

... 0) (5 c _

<Do: LU:::l 00 i.I 0 :::lU :2:u3::

= -=-.-=-.-- SHALE: dark grey and red brown. OW

~~~= ::--=--=:: -:: ::--=--=:: -:: =-:::::-:::::...,. SHALE: dark grey. SW-FR - -=-.-=-.-------- ==-==-=

8 --=--=--::--=--=::-:: ::--=--=::-,: REFER TO CORED BOREHOLE LOG

9-

10-

11 -

12 -

13 -

14

Borehole No.

JK5 2/3

R.l. Surface: - 96.7m

Datum: AHD

-... ro

>- 0)0.. +-'.>t

+-' 0)--.. 'Vi E '" Remarks .c c +-' 0) o OJ

g'o ... c +-' .-

'00)'0 0) c c ro ... -+-' 0) ro 0) 0) (J)O: I 0.. 0:

L-M VERY LOW TO LOW RESISTANCE WITH MODERATE BANDS

M MODERATE RESISTANCE

I-

f-

-

-

-

-

JOB )1<5 ". ,sTART CORIN 6- AT '2, ·2.0m . . .

lI t9 0: 6:: o


Borehole No.

CORED BOREHOLE LOG JK5 3/3


Project:

Location:



Job No. 24595ZA

Date: 22-2-11

Core Size: NMLC

Inclination: VERTICAL

Bearing: -Drill Type: JK300

"iii > Q)

-' Ii;

'" o -' Qj .. co 5

FULL RETURN

12

13

14

OJ o -'

CORE DESCRIPTION

Rock Type, grain characteristics, colour, structure,

minor components.

S.20m

grey laminae, bedded at 0-5 0•

CORE LOSS: 0.71 m

SHALE: dark grey, with light grey laminae, bedded at 0-5 0

•


POINT LOAD

STRENGTH OJ c 'e Q) .r: ... co Q)

S, INDEX

5 ~ Is (50) ...

(f)

FR M-H

FR M


Datum: AHD

Logged/Checked by: D.S./

DEFECT DETAILS

DEFECT DESCRIPTION

SPACING Type, inclination, thickness, (mm) planarity, roughness, coating .

General

J-J.SUbvertical,un,S,250mm long

U~--~~----------------------------~--~--~~~ ____ ~ __________________________________ ~


BOREHOLE LOG


Project:

Location:



Job No. 24595ZA

Date: 21-2-11

-'YAFTER 27 HRS (22-2-

11 )

(f) W ....J CL ~ « (f)

In (f)1~ OJ (f) w:::lOO

(/J .... (/J Q)

I"0 Qi IT:

I IN> 1u 2,10/

1\ 150mm REFUSAL


Logged/Checked by: D.S.! ~ ..

.!:: .... c. Q)

o

OJ

.3 c: o . ~ ()

"'O~ .~ 'en '+- (/J

'c .!!:! :::>u

°288 ~~ CH

/

DESCRIPTION

\ASPHAL TIC CONCRETE: 40mm.t. / FILL: Silty gravelly sand, fine to medium grained, brown, fine to medium grained igneous gravel. / SILTY CLAY: high plasticity, light grey mottled red brown. SHALE: light grey and red brown.

as above, but red brown.

as above, but with clay seams.

SHALE: dark grey and red brown.

SHALE: dark grey.

OJ -- c:

~ .2 .~ ~ :1;:: ..c .~ -g to .go~ ""u>

M

MC>PL

DW

SW-FR

Borehole No.

JK6 1/2


Datum: AHD

>-.... - '00 .!:: c: .... Q)

g'o i!:-.... Q) (f)Cl:

St

Remarks

180 RESIDUAL 150

L-M II 200 LOW 'TC' BIT

M

L-M

M

M-H

I- RESISTANCE WITH MODERATE BANDS

-

MODERATE RESISTANCE

LOW RESISTANCE WITH MODERATE BANDS

MODERATE RESISTANCE

MODERATE TO HIGH RESISTANCE

l-I (:J

0: >-a.. 0 U


BOREHOLE lOG


Project:

Location:



Job No. 24595ZA

Date: 21-2-11

(J) w

.... ....l Q) 0... .... :2: If) ctl « .... ~ If)

"0"0 (J) Q)

c: .... I-::l 0 "0 0 ()

ffl~ gsg; Qj .... Q)

<.90: i.I

~ .c: .... 0.. Q)

o

10-

11 -

12 -

13 -

1d

Q) o --' ()

:.c 0.. ctl

(5


logged/Checked by: D.S./ ~~.--c: o .~

()

"O\;:: .~ 'Vi .... If) .- ctl c: _ ::JU

DESCRIPTION

SHALE: dark grey. SW-FR


Borehole No.

JK6 2/2


Datum: AHD

>-.... -. '00 .c: c: .... Q)

g'o ~-.... Q) (J)O:

M-H

H

-

Remarks

MODERATE TO HIGH RESISTANCE

HIGH RESISTANCE

50mm DIA. PVC STANDPIPE INSTALLED TO 8.0m DEPTH. SLOTTED BETWEEN O.5m AND 8.0m. CAST-IRON 'GATIC' COVER

:- CONCRETED AT SURFACE

-


BOREHOLE LOG


Project:

Location:



Job No. 24595ZA

Date: 21-2-11

(/) LU

Ci3 ...J a.. ..... ~ co (I)

~ « ..... (I)

"D"D (/) 0)

I-c ~ ::J 0 "D o '-'

(/)L!l ~g; Qi ~ 0) <.90:: LU:::J i.I

ON COMPLE

-TION OF

AUGER N = 16 -ING AT 3,6,10 2.75m DEPTH

Ol 0

~ ...J

'-' .c :.c ..... 0. 0. 0) ~ 0 <.9

0 XXX

~ /: ~ ~ 1-[j ~

=-::=-::=--: -,-::=-::=--:

-,-==-==-= ---=~~= -==-==-=

2- :::: ::==-==-: c-::=-::=--:

I--==-==-= r----r--::=-::=--

r--==-== r---=--=-_ c--=--=:::-: ~-==-==--=

3-

4-

5

=----= -==-==-r--::=-::=--r--::=-::=--

r--==-==-= :::::::== -==-6 - c-::=-::=--: c-::=-::=--: I--::=-::=--:: 1--::=---r--::=-::=--r--::=-::=--

j: r--===-= <.9 ::::::== -==-:: a: =-::=-::=--:: 6:: =-::=-::=--::


Logged/Checked by: D.s./AJ~ .(/

C 0 Ol '';::; --.. c co DESCRIPTION Q) § .~ '-'

"0'+= ~ ::e 15 .~ 'iii (1)"0 ..... - (I)

._ c co .- co 000) c_ :::JU ~US

- \ASPHAL TIC CONCRETE: 40mm.t. / 0

CH FILL: Sand, fine to medium graine~ MC<PL yellow brown, with fine to medium grained sandstone gravel. SILTY CLAY: high plasticity, red brown and light grey, with XW shale seams.

- SHALE: light grey and red brown. OW

- REFER TO CORED BOREHOLE LOG -

SHALE: orange brown and grey. OW

Borehole No.

JK7 1/3


Datum: AHD

~ co 0) a.. >- ..... .Y. ..... 0)-__ '(i) E (I) Remarks .c c

..... 0) o Ol g'o ~ c

"D~~ 0) ~ - c c co ..... 0) co 0) 0) (/)0:: I a.. 0::

- -H - RESIDUAL

l-

L - LOW 'TC' BIT RESISTANCE

-

- - INTRODUCED DRILL

I- FLUSH WATER

L LOW RESISTANCE

o 7 =-==-==-= U~ ____ ~~~~ ____ ~ __ ~~ __ ~~ __ ~ ________________________ ~ ____ ~ ____ ~ ____ ~ ______________ ~

lI t? 0: ~ o u

Jeffery and Katauskas Pty ltd CONSULTING GEOTECHNICAL AND ENVIRONMENTAL ENGINEERS

BOREHOLE LOG





Date: 21-2-11 JK300

D.S'/~~ Logged/Checked by:

(J) v

w .... ...J C Gl a... OJ 0 +-' ~

OJ IJ) 0 .;:;

co +-' E -- c $ « IJ) ...J co DESCRIPTION Gl C .-

(J) Gl U J.... .Q Q5 "0"0

U "O~ l- i: .P :'::: ..c C .... .r::. .~ 'u; ::J 0 :!2 +-' Q. .~ -g 10 o u ;gl~

Q. ~

'+- IJ)

(J)I.!) Gl Gl 'c .!2 o 0 Gl .... Gl (90: w u::: 0 (9 ::JU ~US

I-- - -:--= - SHALE: orange brown and grey. OW

~ -=::-=::-= - ==-==-= t::: -=::-=::-.------ -:-...: - ==-==--= ~ -=::-=::-= I--==-==-=

8- I---=--=-_ I::--=--=-_ I---=--=-_ I---=--=--' F-:-=--, ~ -=::-=::-'

E~= I--==-==-= ~ -=--=--

9-- -:-...:

- ==-==--= t::: -=:: -=::-= - ==-==-= - -=--=--- -=--=--I---=--=-_

as above, XW I---=--=--= ~ -=::-=::-= but with clay seams. I--==-==-= I::--=--=-_


11 -

12-

13 -

14

Borehole No.

JK7 2/3


Datum: AHD

-.... cO > Gla...

+-'->C +-' Gl-__ 'en

E IJ) Remarks .r::. C +-' Gl o OJ goo .... C

"O~:.o Gl C C co .... -+-' Gl co Gl Gl (J)O: I a... 0:

L LOW RESISTANCE

l-

-

-

I-

EL VERY LOW RESISTANCE

I-

I-

I-

JEFFERY & KATAUSKAS PTY LTD J OB No2159S l A JK7 TART (DRI I\I<1 AT 2- 75 m

2 __ ------------------------~------~

fI (9

oc 6:


Borehole No.

JK7 3/3 CORED BOREHOLE LOG


Project:

Location:



Job No. 24595ZA

Date: 21-2-11

Drill Type: JK300

Core Size: NMLC

Inclination: VERTICAL

Bearing: -

Q) > ,2

C/) C/)

o ...J

70%

3

RET- 4 URN

CORE DESCRIPTION

Rock Type, grain characteristics, colour, structure,

minor components.

START CORING AT 2.75m CORE LOSS: 1.70m

SHALE: light grey and orange brown, with clay seams (up to 20mm.t.)

5 SHALE: orange brown, with grey

l-_-+--+_---4=~seams, with H strength seams, edded at 0-5 0

•

6

7

8

END CORING AT 5.30m REFER TO AUGERED BOERHOLE LOG

.J:: +"' Cl C OJ

b5

DW L

POINT LOAD

STRENGTH INDEX Is (50)


Datum: AHD

Logged/Checked by: D.S.!

DEFECT SPACING

(mm)

DEFECT DETAILS

DESCRIPTION Type, inclination, thickness,

planarity, roughness, coating.

General

o U~ __ ~~~~ __ ~ ____________________ ~ __ ~ __ ~ ________ ~ ____ ~ __ ~ ________________________ -J

UJ ::J Z

~ I fa:: ::J o LL

- .

RYE DALE ROAD

SCALE (m) -----------o 50

True North

BOREHOLE LOCATION PLAN

Jeffery and Katauskas Pty Ltd CONSULTING GEOTECHNICAL & ENVIRONMENTAL ENGINEERS

Report No. 24595ZA Figure No.1

E

.....J

CC

~ II ~

Fill

Shale

Silty Clay

100

96

92

88

84

80

• D

-

-

-

-

-

-

-

-

-

-

-

-

-

-

-

-

-

-

-

Asphaltic! Bituminous Paving or Coal

Core Loss! Empty

JK2 gN=10

~ N '0

--= --= --= E~ --= =---

~ Observed water level

~ Groundwater seepage level

N SPT "N" VALUE

GRAPHICAL BOREHOLE SUMMARY

-

-

100 I-

JK5 I-

I-f"TJ

JK3 JK6 ~ -E-= E-= E-= -

~ ~N =>10 E--= 1-- -~-= V N =5 ---= - ~-=

V N =15 .,,- ~ t:::-/V E-

------'Y.- E- t:..- -PRol'eS£D G-II.OOIJ£I flooR L~e.L t:..-

/b& E- t:..-N =>7 E- RL 'fO.2m (AHOj t:..-=--= E-~-= E- t:..-

RL 8'1.?,,,, (AHD) r-- -~-= E- --~-= c- ~

t:::-= --Y. '=----= f=-=

96

92

88 t:..- II""" '=----=

l-t:..- ~

~'Y t:..- '=----= - '=----= t::::::::: I-r-- '=----= ""=-= '=----= I-

~

84 -

-

-

: 80 -

-

-

Nc SaUD CONE BLOW COUNTS PER

Scale: 1 : 200 (vert) ; NTS (horiz) 150mm

::0 r

3

Jeffery and Katruskas Pty Ltd ~< NOTE: REFER TO BOREHOLE LOGS Job No.: 24595Z~ Figure No.: 2

GRAPHICAL BOREHOLE SUMMARY

- -

96 11'-' 96 "'.'- I - I-

- JK4 :E N =16 I-

- -- I---

92 ~ E~ 92 ~

N 1:5

- JK1 --N =SPT I---

E~ PItQPOS~D G~OtJJ.JO fLoo~ Le.\[E:L -

F== RL QO.2.m lAHOj

V[:N=12 E- I----- t<L 'Irf.'!.m ~AHOl F- -

J:. 1=-- E-

88 c-

88 ~ N -22 c- f--- f::..-= c- F- l-E::;; F---= F-- - --= F- I--- ::0 E --= F---= F- r - - --= E= I---

--= . 84 .-= 84 ....J . - -. <=-=

I--- :3 a: - -- I---

- I-

80 80 - I---

- I---

- I---

76 76 - I-

- I-

- I---

72 72

~ Fill • Asphaltic! -1.. Observed Nc SOLIO CONE

: 200 (vert) ; NTS (horiz) Bituminous water BLOW Scale: 1 Paving or level COUNTS PER

~ Silty Clay Coal 150mm

N SPT "N"

-1< D Core loss! VALUE

Jeffery and Katauskas Pty Ltd II Shale Empty

NOTE: REFER TO BOREHOLE LOGS Job No.: 24595ZA Figure No.: 3

Ref: 24595ZArpt

APPENDIX A

Envirolab Services Pty Ltd Soil pH & Soil Sulphate Test Results (Report Ref: 52449REV

ROO, dated 8 March 2011)

CERTIFICATE OF ANALYSIS Client: Environmental Investigation Services PO Box 976 North Ryde BC NSW 1670

Attention: David Schwarzer

Sample log in details:

Envirolab Services Pty Ltd ABN 37 112535645

12 Ash!ey St Chatswood NSW 2067 ph 0299106200 fax 02 9910 6201

enq u iries@enviro!abservices.com.au www.envirolabservices.com.au

52449

Your Reference: No. of samples:

24595ZA, Denistone 3 soils

Date samples received 1 completed instructions received 01/03/2011 01/03/2011

Analysis Details: Please refer to the following pages for results, methodology summary and quality control data. Samples were analysed as received from the client. Results relate specifically to the samples as received. Results are reported on a dry weight basis for solids and on an as received basis for other matrices. Please refer to the last page of this report for any comments relating to the results.

Report Details: Date results requested by: 1 Issue Date: 8103111 8/03/11 Date of Preliminary Report: Not Issued NATA accreditation number 2901. This document shall not be reproduced except in full. This document is issued in accordance with NATA's accreditation requirements. Accredited for compliance with ISOIIEC 17025. Tests not covered by NATA are denoted with *.

Results Approved By:

Envirolab Reference: 52449 Revision No: R 00

Tedlllical Manager

NATA

ACCHEOlTED ;::OF

TECHNICAL COMPETENCE

Page 1 of 5

Client Reference: 24595ZA, Denistone

Miscellaneous Inorg - soil

Our Reference: UNITS 52449-1 52449-2 52449-3

Your Reference ------------- JK1 JK3 JK5

Depth ------------ 0.5-0.95 0.5-0.95 0.5-0.95

DateSampled 22/02/2011 21/02/2011 22/02/2011 Type of sample Soil Soil Soil

Date prepared - 04/02/2011 04/02/2011 04/02/2011

Date analysed - 07102/2011 07102/2011 07102/2011

pH 1:5 soil:water pH Units 4.6 4.4 4.5

Sulphate, S04 1:5 soil:water mg/kg 84 65 100

Envirolab Reference: 52449 Page 2 of 5 Revision No: ROO